NOTES 



SELECTION AND DESIGN 



PUBLIC M^ORKS 



HYDRAULIC AND PO^Yli:R PLANTS 

ELECTRIC LIGHTING AND PUMPING INSTALLATIONS 

W^ATER W^ORKS, SEWERAGE AND DRAINAGE 



Daniel ^V. Mead, consulting engineer 



MEMBER 



AMERicAsr Society Civil Exoixeeks 
Americax Ixstitttte Mixixg Exgixeers 
American- "Water Works Association" 
Americax Public Health Association 

Illinois Society En^gineers and Surveyors 
"Western Society Engin-eers 
Franklin Institute 



First National Bank Building 
Chicago, III. 




45218 

Copyrighted 1899 

BY 

DANIEL ^V. MEAD 

WOOQPiEfiREeetveB. 







/ 



r>,\ 1 



Contents. 



Introduction, 7 

Development and Use of Power, 8 

Equivalent Units of Power, Energy and Work, - - 10 

Duty, . - 11 

Duty Table, 12 

Dut}' and Efticiency of Pumping- Machinery, - - 13 

Examination and Testing- of Power Plants, - - - 14 

The Development of Energy from Fuel, _ - - 15 

The Steam Eng-ine, 16 

Indicator Diagrams, 17 

Heat Engines, 18 

Electrical Energy, 20 

Cost of Street Lighting, 21 

Examination and Valuation of Public Works, - - 22 

Energ}^ Lost in Electrical Transmission, - - - 23 

The Switchboard, -y ..-..- - . . . 24 

The Lawrenceville Water and Light Plant, - - - 26 

The De Kalb Electrical Pumping Plant, - - - 30 

The Examination and Improvement of Water Supplies, 32 

The New Water Supply System at Rockford, Illinois, - 33 

Water Storage, - 40 

Drainage, 45 

The Hydraulic Power Plant of the Rockford General 

Electrical Company, __-.-_ 48 
Hydraulic Machiner}^ -------52 

Foundation Work, 54 

Sewers and Sewerage, -------56 

Special Machinery for Construction, - _ _ _ 57 

Notes on Pumps and Pumping, ----- 58 

Hydraulic Tables, 59 

Fire Streams, . _ . ■'^- _ _ . . 52 

Finale, . . . . ' 63 



Introduction 



The officials of municipal or private corporations who find 
it necessary to undertake important improvements, such as the 
installation of water works, sewerag"e systems, electric lig-hting- 
plants or power plants for various purposes, are broug-ht at once 
face to face with complex and important problems. Invention 
has made manifold methods available for each case, and inter- 
ested parties stand ready to prove (to their own satisfaction at 
least) the pre-eminent value of the goods or methods they 
represent. The conflicting- evidence is confusing- to those 
unacquainted with the details. 

While there may be many methods and plans for con- 
struction of an improvement, there can be but one best plan^ and 
that plan can only be determined by judgment based on extended 
experience. It is safe to say that a ver^' large proportion of the 
public works of today are needlessl}' expensive. Sometimes 
they may be cheap in first cost ; too cheap, indeed, for ultimate 
economy ; and while much attention is commonly given to this 
point, the cost of maintenance and operation is often practically 
neglected. The cost of operating a large percentage of the 
water, light and power plants now in use, could be materially 
reduced by the adoption of proper machinery and methods. 
Economy should include all phases of the question. 

It is important, when new works are to be installed, to 
know what has been done in similar cases elsewhere. It is 
hoped that the following notes, data and illustrations from the 
writer's practice, will be of interest and value in this connection. 
The writer will be glad to furnish further information concern- 
ing the works in question or to design and superintend the con- 
struction of similar works. New plants will be designed and 
installed, and old plants remodeled on an economical and mod- 
ern basis. Attention will also be given to the testing of water, 
light and power plants, and to the examination and reports on 
their condition and value. 

DANIEL W. MEAD, 

First National Bank Building, 

Chicago. 



Daniei, W. Mead, ConsuIvTing Engineer. 



Development and Use of Power. 

The development of power from fuel, from water or from 
other natural sources of potential energ-y and the transformation 
of such energ-j into forms which can be utilij^ed for commercial 
purposes, constitutes a larg-e factor in the development of public 
and private eng-ineering- installations. The annual expenditure 
of energ-}^ and consequently of capital in one form or another, is 
so large that the question of economy in power development, 
transmission and utilization demands the most careful consider- 
ation and investig-ation. 

Energ-y is the active principle of the universe. It is the 
basis of all action and of all physical phenomena. It is the 
ability to exert force, to do work. It is manifest in various 
forms. The energ-y of steam transports commerce and drives 
factories; as water power it turns the mill wheel, as electricity it 
propels cars, lig-hts streets and houses, and as wind it drives the 
wind mill and propels the ship. 

Work is the application of energ-y to particular purposes. 
It is the exertion of force throug-h space. The unit of work is 
the foot pound, or the equivalent of the amount of work required 
to raise one pound one foot; one pound raised one foot; .1 
pound raised ten feet; ten pounds raised .1 foot, or any sub- 
division of pounds and feet whose product will equal one re- 
quires one foot pound of work to perform it. 

Power is the rate at which work is accomplished, or the 
amount of work done in a g-iven time. 

The unit of power is based on the unit of work and is 
called the horse power. It is work performed at the rate of 550 
foot pounds per second or 33,000 foot pounds per minute. 

The unit of heat is the amount of heat which will raise 
one i)oun(l of distilled water from 39° to 40'^ Fahr. It is called 
the British Tlierinal Unit and is indicated by the initials 
li. T. U. 



First National Bank Building, Chicago, III. 



The unit of quantit}' of electricit}^ is the coulomb. One 
coulomb per second is desig-nated an ampere and one ampere un- 
der a volt pressure is a watt. The watt and kilowatt (or 1,000 
watts) are the units of electrical power. 

Water power is the power obtained from falling- water 
and the units ma}- be the g-allon or cubic foot for quantity 
and the foot head or pounds pressure per square inch for weig-ht 
with the second or minute for time. 

Definite quantities of work are also desig-nated by the 
"horse power hour" equivalent to 1,980,000 foot pounds, and the 
"kilowatt hour" equivalent to 2,654,150 foot pounds. The unit of 
work in steam power in ordinary use is the pound of steam with 
its designated pressure and rate of use. It is based essentially 
on the heat unit. The pound of steam may be considered as 
containing an averag-e of 1,000 B. T. U. which ma}^ be utilized 
for power. This is equivalent to 772,000 foot pounds. 

Physicists have found that heat, lig-ht, electricity, 
chemical action and all other physical manifestations, are forms 
of energy. These various forms are in many cases convertible 
one into the other in certain definite ratios. These ratios, 
shown in the following- tables, are only obtainable b}' the most 
careful laborator}' methods and cannot be attained in practice on 
account of heat radiation, leakag-e, friction, etc. While these 
losses cannot be wholly avoided, in g-ood practice the}^ must be 
reduced to a minimum. The ratios given are therefore the ulti- 
mate end which the best engineering endeavors to produce in 
actual practice. 



Daniel W. Mead, Consui.tinc. Engineer. 



EQUIVALENT UNITS OF POWER AND ENERGY. 



w 


ork 


Heat 


Electricity 




Water 


Power 




Foot 




Thermal 




Gallon 
Feet per 
Minute 


Cubic 


Gallons 


Cubic 


Pounds 


Horse 


Units per 




feet head 


lbs. pres- 


feet lbs. 


per 


Power 


Minute 


Watts 


per 


sure per 


pressure 


Minute 




B. T. U. 




Minute 


Minute 


per Minute 


1. 


.0000303 


.001295 


.0226 


.12 


.016 


.0519 


.0069 


33000 


1. 


42.746 


746 


3960 


528. 


1713.4 


229.05 


772. 


.0234 


1. 


17.45 


92.64 


12.352 


40.083 


5.358 


44.24 


.00134 


.0573 


1. 


5.308 


.70895 


2.296 


.307 


8.34 


.00025 


.0108 


.18356 


1. 


.1337 


.433 


.0579 


62.396 


.00189 


.0808 


1.4105 


7.48 


1. 


3.24 


.433 


19.26 


.00058 


.0249 


.435 


2.31 


.309 


1. 


.1337 


144.08 


.00436 


.1866 


.0326 


.00173 


2.31 


7.48 


1. 



EQUIVALENT UNITS OF WORK. 





Heat 


Eleciricit3' 


Pound 


s per hou 


Sieam 
■ working- 


Power 

between limits given below 








From Water at a Temperature Fahr. of 


Horse 


B. T. U. 
per 


Kilowatt 






Power 


212° 


212° 


60° 


200° 


60° 


200° 


Hours 








Hour 

2564 . 76 


Hours 


ToSte 


am at a Gaug-e Pressure of 




lbs. 


81 lbs. 


100 lbs. 


100 lbs. 


150 lbs. 


15U lbs. 


1. 


.746 


2.65 


2.545 


2.20 


2.5 


2.18 


2.47 


. 0004 


1. 


.00029 


.001035 


.001 


.00086 


.00098 


.000859 


.000975 


1.34 


3410.28 


1. 


3.56 


3.41 


2.95 


3.35 


2.92 


3.32 


.353 


966 


.281 


1. 


.996 


.87 


.95 


.855 


.94 


.3^4 


1000 


.293 


1.035 


1. 


.86 


.984 


.858 


.974 


.455 


1157 


.339 


1.19 


1.16 


1. 


1.135 


.99 


1.122 


.401 


1017 


.298 


1.05 


1.02 


.88 


1. 


.87 


.99 


.459 


1166 


.342 


1.21 


1.17 


1.01 


1.145 


1. 


1.12 


.403 


1025 


.301 


1.C6 


1.025 


.89 


1.01 


.88 


1. 



10 



First National Bank Building, Chicago, III. 



Duty 



Beside the units of Power, Energ-j and Work included in 
the preceding tables, from the relations of which the efficiency of 
various machines for transforming- energy can be determined, 
there is also another measure of efficiency which is larg-ely used 
in considering- pumping plants and pumping- machinery. This 
is termed Duty and represents the ratio of work done to energy 
expended in doing- it. 

Duty is the ratio of the millions of foot pounds of work 
done to the coal, or steam, or heat units used as power and is 
usually expressed as million foot pounds dut}^ per 100 pounds 
coal, per 1,000 pounds dry steam or per 10,000 heat units. 

Duty based on coal is very indefinite, for coal varies largely 
in the potential energ-y or calorific power w^hich it contains per 
pound. When coal is used as a basis the plant efficiency is in- 
volved including boilers, steam piping-, boiler feed pumps, etc., 
the efficiencies of which do not necessarily have any relation to 
the individual efficiency of the pump itself. 

Dut}' based on coal should therefore only be used where 
the entire plant is considered and when the class of coal is also 
specified. 

Duty based on steam used is more specific but hardly 
sufficiently so, as for example the energy value of steam at 150 
pounds gauge pressure is from 16% to 18% g-reater than that of 
steam at 90 pounds pressure. Entrained water and condensation 
in the piping also modify the results so that in using- steam as a 
basis of duty, dry steam at a given pressure should be specified. 

Duty based on heat units delivered to the engine while still 
more specific should also have the steam pressure specified. 

In the table following- the relation of duty to coal consump- 
tion and steam consumption per horse power per hour is shown. 

11 



Daniel W. Mead, Consui^ting Engineer. 



Table Showing Duty, Corresponding Amount of Coal per H. 
per Hour and Corresponding Amount of Coal Required 
to Raise One Million Gallons of Water loo ft. High. 

















Coal* 






Coal* 


Lbs. per 




Coal* 


Lbs. per 




per 


Lbs. per 


Duty. 


per H.P. 
per hour. 


million 

gal. 100 ft. 

hig-b. 


Duty. 


per H. P. 
per hour. 


million 

gral. 100 ft. 

high. 


Duty. 


H.P. 

per 
hour. 


million 

gal. 100 ft. 

high. 


1 


198.00 


83398 


51 


3.88 


1635 


101 


1.96 


825 


2 


99.00 


41699 


52 


3.80 


1604 


102 


1.94 


817 


3 


66.00 


27799 


53 


3.73 


1573 


103 


1.92 


809 


4 


49.50 


20849 


54 


3.66 


1544 


104 


1.90 


802 


5 


39.60 


16679 


55 


3.60 


1516 


105 


1.89 


794 


6 


33.00 


13899 


56 


3.53 


1489 


106 


1.87 


786 


7 


28.29 


11914 


57 


3.47 


1463 


107 


1.85 


779 


8 


24.75 


10424 


58 


3.41 


1437 


108 


1.83 


772 


9 


22.00 


9266 


59 


3.35 


1414 


109 


1.82 


765 


10 


19.80 


8340 


60 


3.30 


1389 


110 


1.80 


758 


11 


18.00 


7581 


61 


3.24 


1367 


111 


1.78 


751 


12 


16.50 


6950 


62 


3.19 


1345 


112 


1.77 


744 


13 


15.23 


6415 


63 


3.14 


1323 


113 


1.75 


738 


14 


14.14 


5957 


64 


3.09 


1303 


114 


1.74 


731 


15 


13.20 


5560 


65 


3.04 


1283 


115 


1.72 


725 


16 


12.37 


5212 


66 


3.00 


1263 


116 


1.71 


719 


17 


11.64 


4906 


67 


2.95 


1244 


117 


1.69 


713 


18 


11.00 


4633 


68 


2.91 


1226 


118 


1.68 


707 


19 


10.42 


4389 


69 


2.87 


1208 


119 


1.66 


701 


20 


9.90 


4170 


70 


2.83 


1191 


120 


165 


695 


21 


9.43 


3971 


71 


2.79 


1174 


121 


1.64 


689 


22 


9.00 


3791 


72 


2.75 


1158 


122 


1.62 


683 


23 


8.60 


3626 


73 


2.71 


1142 


123 


1.61 


678 


24 


8.25 


3475 


74 


2.67 


1127 


124 


1.60 


672 


25 


7.92 


3336 


75 


2.64 


1112 


125 


1.58 


667 


26 


7.61 


3208 


76 


2.60 


1097 


126 


1.57 


662 


27 


7.33 


3089 


77 


2.57 


1083 


127 


1.56 


656 


28 


7.07 


2978 


78 


2.54 


1069 


128 


1.55 


651 


29 


6.83 


2876 


79 


2.50 


1055 


129 


1.53 


646 


30 


6.60 


2780 


80 


2.47 


1042 


130 


1.52 


641 


31 


6.38 


2690 


81 


2.44 


1029 


131 


1.51 


636 


32 


6.18 


2606 


82 


2.41 


1017 


132 


1.50 


632 


33 


6.00 


2527 


83 


2.38 


1004 


133 


1.49 


627 


34 


5.82 


2453 


84 


2.36 


992 


134 


1.48 


622 


35 


5.65 


2383 


85 


2.33 


981 


135 


1.47 


618 


36 


5.50 


2316 


86 


2.30 


969 


136 


1.46 


613 


37 


5.35 


2254 


87 


2.28 


958 


137 


1.45 


609 


38 


5.21 


2194 


88 


2.25 


947 


138 


1.43 


604 


39 


5.07 


2138 


89 


2 22 


937 


139 


1.42 


600 


40 


4.95 


2085 


90 


2.20 


926 


140 


1.41 


595 


41 


4.83 


2034 


91 


2.18 


916 


141 


1.40 


591 


42 


4.71 


1985 


92 


2.15 


906 


142 


1 39 


587 


43 


4.60 


1939 


93 


2.13 


896 


143 


1.38 


583 


44 


4.50 


1895 


94 


2.11 


887 


144 


1.37 


579 


45 


4.40 


1853 


95 


2.08 


878 


145 


1 37 


575 


46 


4.30 


1813 


96 


2.06 


868 


146 


1.36 


571 


47 


4.21 1 


1774 


97 


2.04 


859 


147 


1.35 


567 


48 


4.12 i 


1737 


98 


2.02 


851 


148 


1.34 


563 


49 


4.04 i 


1702 


99 


2.00 


842 


149 


1.33 


560 


50 


396 1 


1668 


100 


1.98 


834 


150 


1.32 


556 



For corresponding weight of steam per horse power per hour, multiply the figures 
in this column by 10; and for corresponding heat units, multiply by 10,000. 



12 



First National Bank Building, Chicago, III. 

Duty and Efficiency of Pumping 
Machinery. 



From the data on page 9 it will be seen that if all of the energy of 
steam were utilized a perfect steam pumping- engine should give a duty 
of 772 million foot pounds for 1,000 pounds of dry steam. 

In practice it is found that the various types of direct acting steam 
pumping engines will give duties about as follows: 

Duty ill Corresponding- 

Type of Pump, million foot lbs. Steam per A. H. P. 

per 1,000 lbs. dry steam. per hour, lbs. 

High duty engines 100 to 160 19.8 to 12.3 

Pumping engines 75 " 100 26.4 " 19.8 

I^arge size well designed 

steam pumps 20" 40 99.0" 49.5 

Ordinarv well designed 

steam'pumps 10" 20 198.0" 99.0 

Direct acting deep well 

pumps 2-' 6 990.0 " 330.0 

The efificiency of any pump or other machine is the ratio between the 
power furnished to it and the power actually utilized in work done. 

Well designed centrifugal pumps will give under high lifts from 60 to 
70 per cent, of efficiency. 

Well designed power pumps will give from 65 to 70 per cent, efficiency. 

The duty that may be developed with such pumps will depend on the 
efficiencies of the pumps themselves, and the steam consumption of the 
engines used to operate them. (See page 16.) 

Under ordinary service the air lift pump will give from 15 to 25 per 
cent, efficiency. 

With various tN'pes of compressors the corresponding duty would 
therefore be about as follows: — 

Steam consumption Duty in million foot pounds 
Type of lbs. with 

Compressor. dry sieam 15 per cent. 25 per cent. 

per I. H. P. efficiency. efficiency. 

Compound Corliss compressor 16 to 20 19 to 30 31 to 25 

Simple condensing Corliss com- 
pressor 22 " 28 13 "10 22A " 18 

Simple Corliss compressor 35 " 40 9i " 8A 14 " 12 

Well designed high pressure com- 
pressor 40 " 60 8^ " 5 12 " 8 

Small straight line compressor 50 " 80 6 " 4^ 10 " 6 

13 



Daniei, W. Mead, Consui^ting Engineer. 



Examination and Testing of Power Plants, 



The writer will g-ive especial attention to the examination, 
test and improvement of power plants of all classes. He is 
provided with the latest and most modern appliances for 
measuring- and indicating- the power and efficiency of hydraulic 
plants, steam eng-ine and boiler plants, heat eng-ines and 
electric generators and motors. He will undertake to examine 
power plants and advise as to the possibilit}' and cost of 
improvements in their efficiency and economy of operation, and 
will, if desired, g-ive personal and detailed supervision to such 
construction. 

Correspondence concerning- installations of which 
investig-ations are desired, is requested. 



14 



First NATiONAiy Bank Buii^ding, Chicago, lt,h. 



The Development of Energy from Fuel 



Fuel is the source of potential energ-y most widely used 
commercially. From wood, coal, petroleum, natural gas and 
other fuels energ-y is developed in the form of heat by combus- 
tion. 

Fuel energ-y is most commonly utilized b}^ means of the 
steam boiler. 

On account of heat lost in the waste g-ases from the boiler 
furnace, only about 83 per cent, of the calorific value of the 
fuel can be made available. The best boilers will utilize about 
90 per cent, of this available energ-y or about 75 per cent, of the 
full calorific power of the fuel. With poor boilers often not 
more than 50 per cent, of the calorific power of the fuel is 
utilized. 

The g-reatest care is necessary in the desig-n and construc- 
tion of furnace, boiler and accessories in order to develop maxi- 
mum efficiencies and secure the most economical results in the 
utilization of fuels. 

CALORIFIC VALUES OF VARIOUS FUELS. 



Fuel. 



Coke 

Anthracite coal. . 
Bituminous coal. 

Wood 

Petroleum 

Natural gas 

Coal g-as 

Water g-as 

Producer gas.. . . 



Average Heat Uuits 



Per lb. 



14,880 
14,660 
12,740 
7,740 
19,150 



Equivalent 
evaporation 
I from and at 
Perl,000cub. ; 212® Fabr. 
feel. i lbs 



885,880 
570,900 
253,100 
111,190 



15.40 

15.17 

13.18 

8.01 

19.82 

917.06 

599.93 

262.00 

115.10 



Equivalent 
horse 
power 
bours. 



5.84 

5-76 

5.00 

3.04 

7.f2 

348.08 

224.32 

99.45 

43.69 



15 



Daniel W. Mead, Consulting Engineer. 



The Steam Engine. 



Of the energ-y delivered to the eng-ine the proportion 
actually utilized depends on the character of the engine used, 
its desig'n and the condition in which it is maintained. 

The approximate averag^e steam consumption per indicated 
horse power per hour of various classes of steam eng-ines is as 
follows: 

Triple expansion condensing Corliss, - 12 to 14 lbs. 

Compound condensing* Corliss, - 14 to 18 lbs. 

Simple condensing- Corliss, - - 18 to 21 lbs. 

Compound Corliss, - - - 18 to 21 lbs. 

Compound condensing- Automatic, - 17 to 24 lbs. 

Simple Corliss, - - - 24 to 30 lbs. 

Simple Hig-h Speed, - - - 30 to 36 lbs. 

Simple Slide Valve, - - - 33 to 45 lbs. 

From 6 to 15 per cent, of the I. H. P. of the eng-ine is lost 
in friction in well desig-ned engines at full load. At partial load 
the percentage of loss is much greater. 

A perfect engine could utilize only 25 per cent, of the 
energy of the steam delivered to it. In actual practice, how- 
ever, the best engines only utilize about 17 per cent, while the 
ordinary slide valve engine will utilize only about 5 per cent. 
Poor engines in poor condition will utilize still less, frequently 
amounting to less than 1 per cent. 

Care should be taken to keep an engine in good order and 
its valves properly set. Improperly set valves are a constant 
source of loss, to avoid which, the indicator should be frequently 
applied. The indicator diagrams on the following page show 
the characteristic effects of common defects. 



FiKST National Bank Building, Chica(;o, Ii.i.. 




Late Admiss'ion. 




Too Little Compression. 



Late Admissiov. 




Too Great Cow press ion 



£arly Admission. 



Eri^i-ne Too Lar^e for Load 





Headmls^ioin. 



LeaK in J^i atari or in 
Exhaitst Val/e. 





Eccerrt ric Mispla ced. Leak m Stea7n Va Ive. 

17 



Daniel W. Mead, Consulting Engineer. 



Heat Engines. 



Only about 12 per cent, of fuel energ^y is utilized in the in- 
dicated horse power of the best steam engines, while in ordi- 
nary practice only from 1 to 3 per cent, is so utilized. As thisloss is 
largely due to the nature of steam, it has resulted in attracting 
the attention of inventors to other forms of heat engines for 
power purposes. The best-known forms of these are the various 
gas and gasoline engines, in which a mixture of air and gas or 
vapor is ignited or exploded in the engine cylinder itself, with- 
out the interposition of a boiler. These eng-ines utilize from 16 
per cent, to 20 per cent, of the calorific value of the fuel used. 
The}^ are also immediately available for power without the slow 
process of g-etting up steam. Another favorable condition is 
the small amount of attention necessary in their operation. 

Their availability is entirely a matter of condition, which 
may be adverse or favorable in any locality' or for any purpose. 
With proper care and under proper conditions, the^^ are very 
satisfactory. The writer has installed a larg-e number of these 
engines for various purposes. The illustration on the opposite 
page shows one of two direct connected engines and pumps in- 
stalled in the water works at Dundee, 111. Most of the water 
for this place is pumped by hydraulic power, the engine and 
pump being reserved principally for fire service. Full pressure 
can be furnished by either or both units in 'less than two 
minutes. 



18 



First National Bank Building, Chicago, III. 




Gasoline Pumping Plant— Dundee, Illinois. 



19 



Daniel W. Mead, Consulting Engineer. 



Electrical Energy, 



The utilization of energ-j in electrical transmission, elec- 
trical traction, electric lighting- and electric power installations 
for pumping- and other commercial purposes is widely extending- 
the application of this source of power. In considering the com- 
parative economy of installations of this kind, the kilowatts de- 
veloped per pound of coal are often used for comparison. A 
pound of averag-e coal may be considered as equivalent to 12,000 
heat units, which in turn is equivalent to 3,488 watt hours. 
In actual practice, however, the best electric lig-hting- plants have 
only been able to g-enerate about 265 watt hours per pound 
of fuel, while a large percentage of such plants develop less 
than fifty watt hours per pound of fuel. This indicates a 
very large opportunity for improvement in the average electric 
installation. In electric lighting, the amount of current con- 
sumed by various methods of installation, is about as follows: 

POWER REQUIRED TO OPERATE ELECTRIC LIGHTS. 



Candle Power 


Kind 


Kind 


Power Requ 


ired ^^'atts 
per 






of 
Lamp 


of 
Current 




actual 










candle 


Raled 


Actual 






Amperes 


Volts 


Watts power 


2000 


346 1 Open Arc 


Constant Current 


10 


45 


450 1 1.3 


2000 


346 


f Open Arc 


Constant Potential 


10 


55 


550 1 1.59 


1200 


208 


Enclosed Arc 


Constant Potential 


6 


110 


660 j 3.18 


1200 


208 


Enclosed Arc 


Constant Potential 


3 


220 


660 j 3.18 


16 


16 


Incandescent 


Constant Potential 


.o 


110 


55 1 3.4 


16 


16 


Incandescent 


Constant Potential 


.3 


220 i 


66 1 4.1 


16 


16 


Incandescent 


Alternating- 


2 


50 1 


*100 1 6.25 



^Including- ordinary transformer losses. 
ITwo in series on 110 volt circuit. 



In practice it may be remembered that one H. P. of the 
engine will operate from 1 to lyl 2,000 c. p. arc lamps and from 
S to 10 16 c. p. incandescent lights. 



20 



First National Bank Building, Chicago, III. 



AVERAGE COST OF ARC STREET LrOHTINQ IN EACH STATE. 

From Engineering JVews. 



Stale 



Hours' Coal 

per per 
: year ion 



Alabama I 4,000 

A rizona 3.3% 

California i 2.885 

Colorado I 3,413 

Connecticul .. .. i 2.730 

Delaware | 4,000 

Disl. of Columbia! 4,000 

Florida [ 2.179 

Georg-ia 3,434 

Idaho 4,000 

Illin.)is I 2.789 

Indiana 2,682 

Iowa 2,870 

Kansas 2,734 

Kentucky 3.063 

Louisiana 4,000 

Maine ! 2.629 

Massachusetts. . . | 2,705 

Maryland I 4,000 

Michigan 3,465 

Minnesota 3,133 

Mississippi 2.179 

Missou ri j 2,917 I 

Montana 4,000 I 

Nebraska 2,894 



Cost per lamp 



per 
year 



$1.92 
2.30 
7.00 
3.18 
4.28 
2.32 

Wood 
1.36 
Water 
1.19 
1.79 
1.57 
2.02 i 
1.20 i 
2.38 
5.00 
4.05 
3.00 
2.70 
3.41 
2.33 
2.54 
4.00 
2.21 



? 89.00 

121.00 

119.68 

129.31 

86.02 

110.00 

106.00 

117.65 

83.81 

114.00 

77.02 

79.33 

85.73 

97.19 

88.07 

127.50 

67.50 

93.81 

127.75 

77.04 

98.00 

102.00 

83.00 

130.80 

109.50 



per 
hour 



$0,021 
.034 
.045 
.042 
.035 
.028 
.027 
.054 
.034 
.028 
.031 
.033 
.032 
.040 
.032 
.032 
.031 
.037 
.032 
.024 
.036 
.047 
.032 
.033 
.041 



State 



Hours Coal Cost per lamp 

per per 
year | ton 



per per 
year hour 



Nevada 

New Hampshire. 

New Jersey 

New Mexico 

New York 

North Carolina . 
North Dakota . . . 

Ohio 

Oregon 

Pennsylvania . . 

Rhode Island 

South Carolina . . 

Sourtr Dakota 

Tennessee 

Texas 

Utah 

Vermont 

Virtrinia 

Washing-ton 

West Virg^inia . . . 

Wisconsin 

Wyoming' 



3,680 
2,583 
3 615 



$9.50 
4.42 
2.70 
3.92 



Total average, 
forty-seven states 



3,387 


2:87 


3,572 


3.30 


4,000 


6.35 


3.350 


1.56 


3.689 





3,931 


1.56 


2,912 


3.85 


3.088 


2.65 


3,680 


5.50 


4.0(X) 


2.08 


3.472 


3.13 


3.545 


2.63 


2,254 


4.37 


3.723 


3.07 


3,479 


2.75 


3,089 


.90 


3,057 


3.13 


3.545 


1.58 


3,326 


$3.03 



$144.00 
81.53 

105.36 

123.33 
93.61 
97.50 

120.00 
78.87 

127.71 
85.75 

102.37 
82.50 

125.00 
88.05 

108.75 
74.90 
84.67 
76.09 

127.54 
79.21 
81.16 

166.00 



$0,039 
.036 
.032 
.045 
.028 
.029 
.030 
.025 
.035 
.022 
.037 
.031 
.034 
.022 
.037 
.023 
.039 
.022 
.039 
.027 
.030 
.052 



$101.18 $0,034 



COST OF GAS STREET LIGHTING. 

Prepared by the League of American Municipalities, 1897 



Place 



Ailanlic City. N. J.. . 

Baltimore, M. D 

Buffalo, N. y 

Bridgeport, Conn. . . . 

Carthage, Mo 

Charleston, S. C 

Dayton, Ohio 

Erie, Pa 

Elmira. N. Y 

Fort Smith, Ark 

Grand Rapids, Mich 

La Fayette, Ind 

Louisville, Ky 

Mt. Vernon. N. Y 

Maysville, Ky 

New Haven, Conn . . . 

Newton, Mass 

Niagara Falls, N. Y. 
New Bedford, Mass. 

Nashville, Tenn 

Providence, R. I 

St. Paul, Minn 

Sioux Cit3', Iowa 

Vincennes, Ind 

Waltham, Mass 

Washington, D. C. .. 



Price 
per lamp 
per year 



$22 

* 1 
14 
18 
3t) 
16 
19 
16 

* 1 
27 
29 
20 
17 
21 
25 
22 
16 
30 



.00 
.25 
.67 
.00 
.00 
.62 
00 
.00 
.70 
.50 
.00 
.00 
.47 
.50 
.00 
.25 
.50 
.00 
.06^ 
.75 
.00 
.00 
.00 
.00 
.20 
.(X) 



Life of 


Candle 


Sched- 


contract 


power 


ule 








Ex. 


22 


A. N. 


N. C. 




A. N. 


5 


18 


A. N. 


1 


16 


A. N. 


20 


14 


M. 


1 


16 


M. 


Ex. 


18 


A. N. 


5 


18 


A. N. 


Ind. 




M. 


15 


14 


M. 


1 


60 


A. N. 
A. N. 




16 


A. N. 


5 


18 


A. N. 


5 




M. 


3 


18 


A. N. 


3 


18 


Mid. 


N. C. 




A. N. 


1 


16 


M. 


Ind. 


18 


M. 


3 


18 


A, N. 


1 


18 


A. N. 


3 


20 


A. N. 


25 


14 


M. 




16 


M. 


1 


25 


A. N. 



Posts 


No. of 


and 


gas 


lamps 


lights 


ownedby 


for sis. 


City 


137 


City 


5,151 


City 


5,568 


City 


75 


Co. 


90 


Co. 


56 


City 


1,250 


City 


600 


City 


49 


Co. 


205 


City 


30 


City 


18 


Co. 


69 


Co. 


565 


C.&Co. 


125 


City 


743 


City 


948 


City 


30 


City 


480 


City 


403 


City 


700 


Co. 


2,662 


Co. 


52 


Co. 


232 


City 


126 


City 


6,284 



Price of gas 
per M to 
private 

consumers 



$1.50 
1.25 
1.00 
1.25 
1.50 
1.75 
1.00 
1.25 
2.00 
2 50 
1.00 
1.25 
1.35 
1.50 
1.50 
1.25 
1.35 
2.00 
1.50 
1.60 
1.10 
1.30 
1.30 
1.80 
1.62 
1.25 



* Cost per M, 

t Per Night. 

A. N. All Night. 



M. Moonlight. 
Mid. Midnight. 
Co. Company. 



Ex. Expired. 

N. C. No Contract. 

Ind. Indefinite. 



21 



Daniel W. Mead, Consulting Engineer. 



Examination and Valuation of 
Public Works. 



When bonds based on the value or earning- capacity of 
water, g^as, electric or other public works are to be issued or such 
works are to be sold to municipalities or investors, it is desirable 
that they be subjected to expert examination, and that an 
estimate of their cost, present value and earning- capacity be 
obtained as a basis for such bond issue or such sale. 

In the past many over-issues of bonds have been made 
with the result that the purchaser has found his investment of 
little or no value. 

Too g-reat care cannot be taken to thoroug-hly investig-ate 
these securities before investing- in them. 

The writer 'will undertake to make such investig-ations 
and report on the value of such works. 



First Nationai^ Bank Buii^ding, Chicago, Ii,i,. 



Energy Lost in Electrical Transmission 



The encrg-}' lost in the transmission of electric currents 
varies with the size and arrang-ement of the wires. The loss in 
the transmission by direct currents is g-iven by the formula: 

l Q.5xlxC 

A In this formula 



h = 



L == loss in volts; 

1 = leng-th of wire in feet; 

C = the current in amperes; 

A = the area of wire in circular mils. 

The following" diag"ram g-ives a g-raphical solution of such 
losses without comptuation. 




23 



Daniel W. Mead, CoNSui/riNO Engineer. 



The Switchboard 



The Switchboard contains the instruments for operating- 
the electrical plant. Much depends on its proper design and 
installation. 

It is desirable to operate dynamos or motors sing-lj or to- 
g"ether, to cut one or another in or out of service without dis- 
turbing- the operation of the balance of the plant; also to 
observ^e the fluctuation in energ-y use or voltag-e maintained. 
Careful desig-n of the switchboard will add greatly to the 
facility and safety of operation of electrical plants. 

The diagram on the opposite page illustrates a design of 
the writer's for the switchboard connections for two compound 
wound direct-current d3mamos, to be operated sing]}' or in mul- 
tiple, on a 220-volt circuit, and operating- either or both 
incandescent and arc lamps. The board as designed is in use 
in Lawrenceville, 111., and is illustrated among the views of the 
Lawrenceville plant. 



First National Bank Buii^ding, Chicago, Ihh. 



//^c^/v'arjOjTA'r ^aj/r/rr. 



^/?C /=»j/77a'^ 




Switch Board Connections for Two Compound Wound Dynamos 

in MUIvTIPI^E. 



25 



Daniei. W. Mead, Consulting Engineer. 



The Lawrenceville, Illinois, 

Water and Light Plant. 

The following- cuts illustrate a small electric light and 
water works installation desig-ned by the writer for the Lawrence- 
ville Lig"ht and Water Company. The engines and direct current 
g*enerators are direct connected. The boilers are of an internally 
fired self-contained type. The water supply is obtained from 
deep wells, a portion of it being- raised by special steam actuated 
deep well pumps, located at the central station, and a portion 
by an electric actuated deep well pump, located about one-half 
mile from the station, but controlled from the central station. 
The electric plant is of the 220 volt direct current constant 
potential system, and operates arc and incandescent lights 
and motors. 



26 



First Nationai, Bank Building, Chicago, III. 




Power House— Ivawrenceville Light and Water Co. 



Daniei. W. Mead, Consui^ting Engineer. 




Q ^ 



W {IT 



2S 



First National Bank Building, Chicago, III 




29 



Daniel W. Mead, Consui,tin(; Engineer. 



The DeKalb, Illinois, Electrical Pumping 

Plant. 



The DeKalb Klectrical Pumping- Plant was desig-ned and 
installed under the writer's supervision in 1894. It consists of 
a deep-well pump, to raise the waters of the St. Peter sandstone 
a distance of about 150 feet into a surface reservoir, and of two 
triplex power pumps to force the water from the reservoir into 
the water mains and stand-pipe. All pumps are actuated by 
electric motors, which are operated from the station of the De 
Kalb Electric Company, about one-half mile distant. For the 
year previous to the installation of this plant, the cost of pump- 
ing was 14 cents per 1,000 g^allons. The cost of pumping- since 
has been 4 cents per 1,000 gallons. This difference in cost of 
pumping- forcibly illustrates the difference between good and 
bad engineering practice. It shows, also, what might be readily 
accomplished by the re-design and reconstruction of many of 
the existing plants now used, not onl}^ for waterworks but for 
other power purposes. 



30 



FiKST National Bank Building, Chicago, Iij.. 





31 



Daniei. W. Mead, Consui^ting Engineer. 



The Examination and Improvement of 
Water Supplies. 



The growth of population and the increase in manufactur- 
ing- have both increased the demand for pure and adequate water 
supplies and at the same time, in many instances, created 
conditions which have rendered the supplies as they now exist 
both unsatisfactory and inadequate. 

Comparatively few of the cities of the United States 
possess supplies that are entirely satisfactory, and numbers are 
constantly seeking- new sources of supply or methods of 
increasing- and improving- present sources so that they will 
satisfy the demands of enlig-htened public opinion. Many 
thousands of deaths and much sickness is annually caused by 
water borne diseases which would be entirely prevented by 
proper sanitary precautions. 

The question of the selection of a new supply or the 
improvement of present supplies is therefore a matter of the 
g-ravest importance. Water supply is a question wholl}^ of local 
condition. No one source of supply nor no sing-le method of 
development is universally applicable. Expert investig-ation is 
essential. The water resources should be closely examined and 
in many cases such examinations should be accompanied with 
chemical and bacteriolog-ical investig-ations. With such data at 
hand the expert can select the most desirable source of supply and 
the best method of improvement or development and results 
of the highest sanitary value may thus be attained. 



32 



FiKST National Bank Buii.dinc;, Chicago, Iij.. 

The New Water Supply System at 
Rockford, Illinois. 



During- 1897 and 18*)8 the writer designed and constructed 
for the City of Rockford, Illinois, a water supply system of a 
capacity of 7,000,000 gallons per d'ciy. 

The water is obtained by deep wells from the St. Peter 
and Potsdam sandstone and is organically pure, being equal if 
not superior to the supply of any city of its size (40,000). Much 
time and money had been expended in an attempt to furnish 
Rockford with an adequate suppl}" of water but without success 
until the problem was satisfactorily solved by this construction. 

The plant is essentially different in design from any plant 
hitherto installed. It consists of a vertical shaft 80 feet in 
depth, in which high grade centrifugal pumps are installed 
at the base, operated by vertical compound condensing engines 
at the surface. The power is transmitted from engine to pump 
by vertical manila rope drives. There are three engines of 150 
H. P. each and three pumps, each capable of raising 6,000,000 
gallons per day. From the base of the large shaft in which the 
pumps are set, is built a smaller shaft, from the bottom of which 
tunnels extend to the various artesian wells. Each well is piped 
to the common suction pipe of the pumps. 

The entire work was constructed from 80 to 90 feet below 
the ground water level and for this reason pneumatic pressure 
was used. From 35 to 42 pounds pressure above atmosphere 
was carried for over eight months. The work was successfully 
completed under the writer's personal supervision under 
extremely discouraging conditions and after the work had 
been abandoned by the contractors as impracticable. Hon. E. 
W. Brown, Mayor, in describing this system before the Mayors 
of the Cities of Illinois, at Peoria, in the spring of 1899, said : 

"This system which we have so successfully inaugurated 
is a radical departure from old plans and old methods. Its 
success has been so decided, however, that it is worthy of the 
most careful attention from any city within the artesian well 
belt that is desirous of increasing its water supply." 



33 




Section of Shaft and EIvEvation of Pumps and Engines. 
Pumping Plant — Rockfokd, Illinois. 



34 



First National Bank Building, Chicago, iLt. 




Arrangement of Engines. Pumping Plant— Rockford, III. 




Arrangement of Pumps. Pumping Plant— Rockford, III 



35 



Daniei. W. Mead, Consulting Engineer. 




Pump House — Rockford, Ii^linois. 






^ ^■.■.,.k:X..C""^ 




Sinking the Caisson — The Last Ten Feet — Rockfokd, Iij.inois. 

36 



First Nation ai. Bank Building, Chicago, IIvI,. 




Sinking the Caisson-Rocki-okd, Illinois. 



37 



Daniei. W. Mead, Consulting Engineer. 




Compound Condensing Engines-Rockford, Illinois, Pumping Plant. 




CiCNTRIKUGAL PUM I'S — ROCKFOKD, ILLINOIS, PUMPING PLANT.* 
*Cuts from Engineering Record. 

38 



First Nationai. Bank Buii^ding, Chicago, Ii.i.. 




Weiring the Water — Rockford, Illinois. 

7,000,000 Gallons per Day. 



39 



Daniei. W. Mead, Consui^ting Engineer. 




Stowage Resekvoir — West Dundee, Iel. 

Water Storage. 

The cost of continuous pumping- at rates of speed just 
sufficient to meet the demand, is usually much greater than 
where the pumping- can be done at the most economical rate of 
the machinery and within a short period of time. This is 
especially true in the smaller places, where a few hours' pump- 
ing- is sufficient to furnish water for the twentj'-four hours, and 
where little water is used during- the nig-ht. In such places 
some form of water storage is usuall}' desirable. 

In level localities, where the water in the lower portion of 
a stand-pipe could not be made available, stand-towers, consist- 
ing- of metal tanks on steel or masonry towers, may often be 
used to advantag-e. Where elevations are available for storag-e 
sites, reservoirs built in or partially in the ground may be made 
available. With less elevation, stand-pipes can be used with 
g-ood results. Where the desired amount of storag-e is small, 
pneumatic storage tanks can be installed with satisfactory results 
and often with much less expense. Each desig-n may have its 
rang-e of usefulness; none are universall}^ desirable or applicable. 



4U 



FiwsT National Bank Buii.niNci, Chicac.o. Ilt.. 




Stand Towkk — Dindhi;, Illinois. 
41 



Daniel W. Mead, CoNSur/riNO Engineer. 




Stand Pipe— Rock Island, Illinois. 



42 



First National Bank Building, Chicago, III 




Stand Tower— Jekskvvii.lk, Illinois. 
43 



Daniel W. Mead, Consui^ting Engineer. 




44 



First National Bank Building, Chicago, III. 



Drainage 



Larg-e tracts of land in the Upper Mississippi valley have 
already been reclaimed from overflow by means of ditches, 
levees and pumping'. 

The rapid increase in values due to such improvements has 
made this an attractive field for investment, which has proved 
not only profitable but also safe, when properly carried out. 

The following- cuts illustrate the improvement of the 
Meredocia Levee and Drainag-e District, near Albany, Illinois, 
carried out under the writer's direction. 

The district is protected from inundation from both the 
Mississippi and Rock rivers by levees at the respective east and 
west ends of the district, and the storm-water falling- on the 
district itself is removed by means of a direct-connected centrif- 
ug-al pump of a capacity of 25,000 g-allons per minute. 

The success of these enterprises depends entirel}' on how 
well the improvements are designed and carried out with respect 
to the conditions, which differ largely with each case. 



45 



Daniei. W. Mead, Consulting Engineer. 




Power Station Meredocia Drainage District. 




Wm 

11. ,1 


i 



Engines ano Pump. Hoilkr Plan' 

Meredocia Drainage District — Near Albany, Illinois. 



46 



First National Bank Biilding, Chicago, III. 



-^"^^ 







^^-V 






^*ftfci-^ 






The Levee — Meredocia Drainage District. 




Weiring the Water — Meredocia Drainage District. 

25,000 Gallons per Minute. 

47 



Daniei. W. Mead, Consulting Engineer. 



The Hydraulic Power Plant of the Rock 
ford General Electric Co. 



Electric power transmission has made possible the develop- 
ment of many water powers not hitherto available. Water 
powers as distant as eighty miles from manufacturing- centers 
are now being- successfully utilized for power purposes. 

The successful installation of these combined hydraulic 
and electric power plants on an economical basis requires the 
most careful preparation of plans and attention to detail of con- 
struction, and is worthy of the best eng-ineering- service. 

The following cuts illustrate the hydraulic-power plant of 
the Rockford General Electric Co. This plant was desig-ned 
and constructed under the supervision of the writer. The wheel- 
pit was designed for ten 150 H. P. turbines, only four of which 
have yet been installed. The plant is used both for electric 
light and electric power transmission purposes. 



48 



FiKST National Bank Building, Chicago, III. 



L^ '^H^ *'*^; ' 


r^ 


k. 




' ^ 1 


S^ 


*^ 


1 


^-.; 


t^ 


^1 






i 










gl"^ -"-"s^ 






;> 


■Li^ 


gpi 







Gate Post Bracing — Rockfokd General Electric Co- 




Jt^\^\::^j^^ 




y^: 



Xm^ 



> ^M 




Head Gates Kocki okd General Electric Co. 
4') 



Daniel W. Mead, Consulting Engineer. 




Wheel Pit — Rockford General Electric Co. 




Wheel Pit— Rocki-ord Gkneral Electric Co. 
50 



First National Bank Buii^ding, Chicago, III. 




Two Wheet.s in Pi,ace — Rockford Grnerat. EIvECTric Co. 




Under the Wheel Pit— Rockhord General Electric Co. 

51 



Daniel W. Mead, Consui^ting Engineer. 



Hydraulic Machinery, 



Hydraulic machinery is, under favorable conditions, the 
most satisfactor}^ machinery for the g-eneration and utilization 
of power, as it requires far less supervision and repairs than is 
necessar}" with other forms of power g^enerators. The ordinary 
forms of turbine and impulse wheels are now furnished from 
stock b}^ various companies who make a specialty of such goods. 

Nevertheless, there is frequently a demand for special 
hydraulic appliances, which require special design and con- 
struction. The writer is prepared to furnish such designs and 
will be glad to correspond with parties having special or difficult 
conditions to be considered. A number of illustrations of 
hydraulic power and pumping plants have already been shown 
on previous pages. The cuts on the opposite page illus- 
trate two forms of special hydraulic rams, designed by the 
writer. The ram is the simplest and most economical method 
of pumping water where hydraulic power is available. At 
Dundee, Illinois, is a hydraulic ram designed by the writer, 
which is about twenty feet in height and which furnishes water 
for that place. This ram takes water under a fifty foot head 
and delivers it about 100 feet above the pump house. The 
drive pipe is ten inches in diameter and over two thousand feet 
in length. It is believed to be the largest ram yet constructed 
and is similar in general desig-n to the artesian well ram shown 
on the following page. 



52 



First National Bank Building, Chicago, III. 





'J} 



> ^ 



^ O 



:> < 



53 



Daniel W. Mead, Consulting Engineer. 



Foundation Work. 



In this day of hig-h building-s and larg-e bridg-es, the matter 
of foundations must receive the most careful consideration. The 
writer has had an extended practical experience on foundation 
work, and will undertake the desig^n or superintend the con- 
struction of any such work as requires special attention. 

The cuts on the opposite pag-e illustrate the construction of 
bridg"e foundations in the Rock river, at Rockford, Illinois, by 
the writer in 1890. The first cut illustrates piers constructed 
by means of coifer-dams. The second cut shows the open cais- 
son method of construction. 

The pneumatic method of construction is illustrated by the 
cuts on pag-es 36 and 37. 



54 



First National Bank Building, Chicago, III. 




Morgan STKEPrr Bkiix^e Foundation — Rockfokd, Illinois. 




Statk Stkekt Bridge Foundation- Rockkord, Illinols. 



OD 



Danieiv W. Mead, Consui^ting Engineer. 



Sewers and Sewerage 



Modern conditions have made sewerag^e a necessary 
requirement of municipal growth. The correct design and 
construction of sewerage systems and sewage disposal works, is 
of the greatest importance for the Public Health. 

Sewerage systems, like all other public works, must be 
modified to meet local conditions, and their success depends on 
the experience and judgment of their designer. 

The following views illustrate a sewer machine at work 
on the Aurora, Illinois, sewers in 1892. 




Skwkk Machine at Work — Airora, Iijjnois. 
5() 



First National Bank Building, Chicago, III. 




._ .^^?-^- 



■1 



»- ^^ '-* ••' . 



Sewek Machine at Wokk — Aurora, Illinois. 



Special Machinery for Construction. 



These cuts illustrate some special machinen^ for sewer 
work desig-ned by the writer for the sewer work at Aurora, 
Illinois. 

The advantag-c of labor-saving- machiner}' needs but brief 
comment. To complete work at a profit, modern appliances are 
essential and such appliances must be simple and practicable. 
The writer's long experience in the practical construction of 
public works, has rendered him familiar with the possibilities 
of such machines and his services are available for the selection 
and installation of construction plants. 



57 



Daniel W. Mead, Consulting Engineer. 



Notes on Pumps and Pumping. 

All putnps should be set on solid foundations. 

All steam or water pipes connecting with the pump should be as 
straight and free from bends as possible. 

The suction pipe should be made thoroughly tight. A slight leak will 
seriously affect the suction lift. 

Suction Lift — The limits of possible suction lift vary with the eleva- 
tion of the locality above sea level. The available suction head at any 
place may be determined by the formula : 

Log F=l. 53084— — ^ 
64000 
in which 

F=height in feet for a column of water which 

will balance average atmospheric pressure. 

H^ height of the station above sea level. 

About two feet must be deducted from this head for minimum atmos- 
pheric pressure, and a further deduction must be made for the loss in head 
in the suction pipe and suction chambers of the pump. 

These various deductions leave the maximum possible suction lift f rotn 
about twenty-seven feet at sea level to twenty-four feet, at an elevation 
of 1,500 feet above sea level. 

It is usually desirable, however, to set pumping machinery nearer the 
water when possible. 

Speed of Pumps — Ordinary speed to run small pumps is loo feet op 
piston speed per minute. Many well designed pumps run at 300 feet or 
more. 

Capacity of Pumps — To find quantity of water elevated in one minute 
by a double acting pum.p running at loo feet of piston speed per m-inute. 
Square the diameter of water cylinder in inches and multiply by 4. 
Example: — Capacity of a five-inch cylinder is desired. The square of the 
diameter (five inches) is 25, and multiplied by 4 gives 100, which is gallons 
per minute (approximately). 

Size of Pistons — The area of the stea^n piston multiplied by the steam 
pressure, gives the total amount of pressure that can be exerted. The area 
of the water piston multiplied by the pressure of water per square inch, 
the resistance. A m,argin must be made between the power and the 
resistance to move the pistons at the required speed — say from 20 to 50 
per cent., according to speed and other conditions. 

TABLE SHOWING THE CAPACITY OF PUMPING ENGINES. 



CO 




4) 

to 3 


Piston Speed in feet per minute of each plunger of Duplex Pumps 


.2 .a 


10 

c 




to 

"1 


to 

O u 

'"' a 


to 


(0 

a; 


(0 

<u 

CO XI 
-1 o 

n 


n 


(0 

— o 

a 


to 

a 


to 

4) 

a 


00 x; 
a 




a 


§11 


10,416 

20,833 
13,250 
41,666 
52,083 
62.500 
72,919 
83,333 
93,749 
104,166 
125,000 
14S.833 


173 6 

347.2 

520.8 

694.4 

868.0 

1.041.6 

1,2152 

1,388 8 

1,562.4 

1,736.0 

2,0833 

2,430.5 


43.4133.2 
86.8 66.4 


29.4 
57.8 
88.2 
117.7 
























40.5 
60.7 
81.0 
100.1 


35.2 
52.8 
70.3 
87.9 
105.5 


29.5 
44.3 
95 1 
73.8 
88.6 
103.4 


















.... 


99.3 


37.8 
50.3 
62.9 
75.5 
88.1 
100.7 
113.2 


32.6 
43.4 
54.3 
65.1 
76.0 
86.8 
97.7 
108.6 














1,000,000 


37.8 
47.2 
56.7 
66.2 
75.6 
85.0 
94.4 
113.4 


33.2 
41.6 
49.8 
58.2 
66.5 
74.8 
83.2 
99.7 
116.4 










1,250,000 


■44'2 
51.5 
58.8 
66.2 
73.5 
88.3 
103.0 


45^9 
52.5 
59.1 
65.6 
78.8 
91.9 


51.3 
58.9 
70.7 
82.5 




1,500,000 
1,750,000 
2,000,000 
2,250,000 
2,500,fK)0 
3,000,000 
1 500 000 












































47 ■> 














53.2 
63 S 


















74 4 















58 



FiKST National Bank Buii.dinc;, Chicac.o, Iij.. 
Equivalent Measures and Weights of Water 

At 4 De8:rees Cent, or 39 2 Degrees Fahr. 



U.S. 
Gallons. 


Cubic 
Feet. 


Cubic 
Indies. 


Imperial 
Gallons. 


Liters. 


Cubic 
Meters. 


Pounds. 


1 


.13368 


231. 


.83321 


3.7853 


.0037853 


8.34112 


7.48055 


1 


1728 


6 23287 


28.3161 


.0283161 


62 3961 


.004329 


.00057870 


1 


003607 


.0163866 


.0000164 


.0361089 


1.20017 


.160439 


277.274 


1 


4 54303 


.0045303 


10.0108 


.264179 


.035316 


61 0254 


.22012 


1 


.001 


2.20355 


264.179 


35.31563 


61025.4 


220 117 


1000 


1 


2203.55 


.119888 


.0160266 


27 694 


.099892 


.453813 


.000453813 


1 



Constants for Calculating the Friction of Water in Iron Pipe. 



Diam. 


f Pipe. 


u. s. 


C=60A. 


K=Constant for pipe 
100 ft. lono-. 






gallons 
per foot of 








^ 














Inches. 


Feet. 


leng-th. 


Number. 


Log-arithm. 


Number. 


Log-arithm. 




d. 


A. 


C. 




K. 




3 


.250 


.37 


22.0 


1.34305 


.16514 


9.21784 


4 


.333 


.65 


39.2 


1.59293 


.11608 


9.06476 


5 


.417 


1.02 


61.2 


1.78675 


.08914 


8.95005 


6 


.500 


1.47 


88 1 


194511 


.07221 


8.85858 


7 


.583 


2.00 


119 9 


2.07901 


.06062 


8 78264 


8 


.667 


2 61 


156.7 


2 19499 


.05221 


8.71778 


9 


.750 


3.30 


198.3 


2 28730 


.04376 


8.64111 


10 


.833 


4.08 


244.8 


2.38881 


.04084 


8.61107 


11 


.917 


4.94 


296.2 


2.47160 


.03682 


8.56606 


12 


1.000 


5 87 


352.5 


2 54717 


.03351 


8.52523 


13 


1.084 


6.89 


413.7 


2.61670 


.03075 


8.48788 


14 


1.167 


8.00 


479.8 


2,68107 


.02841 


8.45346 


15 


1.250 


9.18 


550.8 


2.74099 


.02640 


8.42156 


16 


1.333 


10.44 


626.7 


2.79705 


.02465 


8.39182 


18 


1.500 


13.22 


793 1 


2.89936 


.02177 


8.33781 


20 


1.667 


16.32 


979.2 


2 99087 


.01949 


8 28974 


24 


2.000 


23.50 


1410.0 


3.14923 


.01611 


8.20709 


30 


2.500 


36.72 


2203.2 


3 34305 


.01278 


8.10668 


36 


3.000 


52.88 


3172.6 


3.50142 


.01060 


8.02514 


42 


1 3.500 


71.97 


4318.2 


3.63531 


.00905 


7.95650 


48 


1 4.000 


94.00 


5640.1 


3.75129 


.00789 


7.89731 



H= 



=1KV2 
V2 



h = -^=.0155v2 
Q=Cv (see table). 



V= 



C=60A (see table). 

A=U. S. g-allons per ft. of pipe. 



Q==discharge in U. S. gals, per niin. 
g==acceleration due to gravity ,=32. 16. 
l = length of pipe in feet. 
v=velocity per second in feet, 
d=dianieter of pipe in feet. 
h=velocity head in feet. 
H^friction head in feet. 
K=constant from D'Arcy's formula. 



59 



Daxiel W. Mead, Consulting Engineer. 



Weir Formulas. 



For calculating- the flow of water over weirs the following- formulas 
are in use : 

For sharp crested weirs without end contractions: 



1. Francis, Q= 



L H2 



2. Fteley & Stearns, Q=3.31 h H"2 + .007 h 
For broad crested weirs without end contractions : 

3. Francis, Q=3.01 L H 

4. Union, Q=3.09 L hI 

To compensate for a single end contraction in a long- weir, deduct 
from the total leng-th in feet an amount equal to one-tenth the head upon 
the weir in feet. Reduce the total length a like amount for each end con- 
traction. With end contractions the Francis formula becomes: 

5. 0= 

If there is velocit}^ of approach, divide the weir volume as above by 
section of channel in square feet for approximate velocit)-, V. Then the 
additional depth on weir due to this velocity' is h=[V 2^— 54.4]. Add to 
the measured depth 1.5 h for the corrected depth on weir. 

H=Head of water on weir in feel; L='Leng-tli of weir ia feet; 
N=No. of ead contractions; 0=disch. in cu. ft. per. sec; 
h= velocity head in feet; V= velocity of approach in feet. 

Table of the | Power of Numbers from .01 to 3.05. 

For Use in Weir Formulas. 



=3.33 (Iv — ^ N) hI 



H. 


.00 


.01 


.02 


.03 


.04 

.0080 


.05 


.06 


.07 


.08 


.09 


D. 


.0 


.0000 


.0010 


.0028 


.0052 


.0112 


.0147 


.0185 


.0226 


.0270 


46 


.1 


.0316 


.0365 


.0416 


.0469 


.0524 


.0581 


.0640 


.0701 


.0764 


.0828 


66 


2 


.0894 


.0962 


.1032 


.1103 


.1176 


.1250 


.1326 


.1403 


.1482 


.1562 


81 


.3 


.1643 


.1726 


.1810 


.1896 


.1983 


.2071 


.2160 


.2251 


.2343 


.2436 


94 


.4 


.2530 


.2625 


.2721 


.2819 


.2919 


.3019 


.3120 


.3??? 


.3325 


.3430 


106 


.5 


.3536 


.3643 


.3751 


.3859 


.3968 


.4079 


.4191 


.4304 


.4417 


.4533 


115 


.6 


.4648 


.4764 


.4882 


.5i)01 


.5120 


.5240 


.5362 


.5484 


.5607 


.5732 


125 


. / 


.5857 


.5983 


.6110 


.6238 


.6366 


.6495 


.6626 


.6757 


.6889 


.7022 


133 


.8 


.7155 


.7290 


.7426 


.7562 


.7699 


.7837 


.7975 


.8114 


.8254 


.8396 


142 


.9 


.8538 


.8681 


.8825 


.8969 


.9114 


.9259 


.9406 


.9553 


.9701 


.9850 


150 


1.0 


1.0000 


1.0150 


1.0301 


1.0453 


1.0606 


1.0759 


1.0913 


1.1068 


1.1224 


1 1380 


157 


1.1 


1.1537 


1.1695 


1.1853 


1.2012 


1.2172 


1.2332 


1.2494 


1.2655 


1.2318 


1.2981 


164 


1.2 


1.3145 


1.3310 


1.3475 


1.3641 


1.3808 


1.3975 


1.4143 


1.4312 


1.4482 


1.4652 


170 


1.3 


1.4822 


1.4994 


1.5166 


1.5339 


1.5512 


1.5686 


1.5860 


1.6035 


1.6211 


1 6388 


177 


1.4 


1.6565 


1.6743 


1.6921 


1.7100 


1.7280 


1.7460 


1.7641 


1.7823 


1.8005 


1.8188 


183 


1.5 


1.8371 


1.8555 


1.8740 


1.8925 


1.9111 


1.9297 


1.9484 


1.9672 


1.9860 


2.0049 


189 


1.6 


2.0239 


2.0429 


2.0620 


2.0811 


2.1002 


2.1195 


2.1388 2.15S1 


2.1775 


2.1970 


195 


1.7 


2.2165 


2.2361 


2.2558 


2.2755 


2.2952 


2.3150 


2.3349 


2.3.S49 


2.3749 


2 3949 


201 


1.8 


2.4150 


2.4351 


2.4553 


2.4756 


2.4959 


2.5163 


2 5367 


2.5572 


2.5777 


2 5983 


207 


1.9 


2.6190 


2.6397 


2.6605 


2.6813 


2.7021 


2.7230 


2 7440 


2.7650 


2.7861 


2.8072 


212 


2.0 


2.8284 


2.8497 


2.8710 


2.8923 


29137 


2.9352 


2 9567 


2.9782 


2.9993 


3.0215 


217 


2.1 


3.0432 


3.0650 


3.0868 


3.1087 


3.1306 


3 1525 


3.1745 


3 1966 


3.2187 


3.2409 


222 


2.2 


3.2631 


3.2854 


3.3077 


3.3501 


3.3525 


3.3750 


3.3975 


3.4202 


3.4428 


3.4654 


227 


2.3 


3.4881 


3.5109 


3.5337 


3 5566 


3.5795 


3.6025 


3.6255 


3.6486 


3.6717 


3.6948 


233 


2.4 


3.7181 


3.7413 


3.7646 


3.7880 


3.8114 


3.8349 


3.8584 


3.8820 


3.9056 


3.9292 


236 


2.5 


3.9528 


3.9766 


4.0014 


4.0242 


4.0481 


4.0720 


4.0960 


4.1200 


4.1441 


4.1682 


242 


2.6 


4.1924 


4.2166 


4.2409 


4.2652 


4.2895 


4.3139 


4.3383 


4.3628 


4.3873 


4.4119 


247 


2.7 


4.4366 


4.4612 


4.4859 


4.5107 


4.5355 


4.5604 


4.5853 


4.6101 


4.6351 


4 6602 


251 


2.8 


4.6853 


4.7104 


4.7356 


4.7608 


4.7861 


4.8114 


4.8367 


4.8621 


4.8875 


4.9130 


255 


2.9 


4.9385 


4.9641 


4.9897 


5.0154 


5.0411 


5.0668 


5.0926 


5.1184 


5.1443 


5.1702 


260 


3.0 


5.1962 


5.2222 


5.2483 


5.2744 


5.3005 


5.3266 













f)0 



First Nationai. Bank Buii.uing, Chicago, Ii.l. 



The following- table is calculated by the Francis fonnnla for sharp 
crested weirs: 

Discharge of Rectangular Weir— No End Contractions. 

Given In Cubic Feet per Second for a Weir i Foot Wide for each .01 Foot In Depth from .20 

to 2 09 Feet. 



Depth 
















1 






in feel. 


.00 


.01 


.02 


.03 


04 


.05 


.06 


.07 


.08 


.09 


.2 


0.2978 


0.3205 


3436 


0.3673 


0.3915 


0.4162 


0.4415 


0.4672 


0.4934 


0.5200 


.3 


0.5472 


0.5748 


6028 


0.6313 


0.6602 


0.6895 


0.7193 


0.7495 


7800 


0.8110 


.4 


0.8424 


0.8742 


0.9064 


0.9390 


0.9719 


1.0052 


1.0389 


1.0730 


1.1074 


1.1422 


.5 


1.1773 


1.2128 


1.2487 


1.2849 


1.3214 


1.3583 


1.3955 


1.4330 


1.4709 


1.5091 


.6 


1.5476 


1.5865 


1.6257 


1 6652 


1.7050 


1.7451 


1.7855 


1.8262 


1 8673 


1.9086 


. / 


1.9503 


1.9922 


2.0344 


2.0770 


2.1198 


2.1629 


2.2063 


2.2500 


2.2940 


2.3382 


.8 


2.3828 


2.4276 


2.4727 


2 5180 


2.5637 


2.6096 


2 6558 


2.7022 


2.7490 


2.7959 


.9 


2.8432 


2.8907 


2 9385 


2.9865 


3.0348 


3.0831 


3.1322 


3.1813 


3.2306 


3.2802 


1.0 


3.3300 


3.3801 


3.4304 


3.4810 


3.5318 


3.5828 


3.6342 


3 6857 


3.7375 


3.7895 


1.1 


3.8418 


3.8943 


3.9470 


4.0000 


4.0532 


4.1067 


4.1604 


4.2143 


4.2684 


4.3228 


1.2 


4.3774 


4.4322 


4.4873 


4.5426 


4.5981 


4 6538 


4.7098 


4.7660 


4.8224 


4.8790 


1.3 


4.9358 


4 9929 


5.0502 


5.1077 


5.1654 


5.2233 1 


5.2814 


5 3398 


5.3984 


5.4572 


1.4 


5.5162 


5.5754 


5.6348 


5 6944 


5.7542 


5.8143 


5.8745 


5.9350 


5 9957 


6.0565 


1.5 


6.1176 


6.1789 


6 2404 


6.3020 


6.3639 


6.4260 


6.4883 


6.5508 


6.6135 


6.6764 


1.6 


6.7394 


6.8027 


6.8662 


6.9299 


6.9937 


7.0578 1 


7.1221 


7.1865 


7.2512 


7.3160 


1.7 


7.3810 


7.4463 


7.5117 


7.5773 


7.6431 


7.7091 i 


7.7752 


7.8416 


7.9081 


7.9749 


1.8 


8.0418 


8.1089 


8.1762 


8.2437 


8.3113 


8.3792 ' 


8.4472 


8.5154 


8.5838 


8.6524 


1.9 


8.7212 


8.7901 


8.8592 


8.9285 


8.9980 


9.C677 


9.1375 


9.2075 


9.2777 


9.3481 


2.0 


9.4187 


9.4894 


9.5603 


9 6314 


9.7026 1 


9.7741 i 


9.8457 


9.9174 


9.9894 


10.0620 



Catchment Basin Formulas. 

For drainag-e the following formulas for maximum flood discharge 
have been proposed : 

Fanning, Q=200 AS 

A 

Dredge, Q=l,300 — ^ 



Cooley, Q=180 A^ 

The following formulas have been proposed for use in sewer design : 

.3 
Hering, Gray & Stearn, q=5.89 A4 

^ 55 
Talbot 1. q= — ^ 

ai + 20 



Talbot 2. q= 



a 2 + 13 



Q=max. flood discharge cu. ft. per sec. 
q^max. flood discharge cu. ft. per sec. per acre. 
A^area of watershed in sq. miles. 
a=area of watershed in acres. 
L=Extreme length of watershed. 



61 



Daniel W. Mead, ConsuIvTing Engineer. 



Fire Streams. 



The following- table and data are compiled from the experi- 
ments of J. R. Freeman, C. E., as described in a paper read 
before the American Society of Civil Kng-ineers, November, 1889, 
entitled, " Experiments Relating- to Hydraulics of Fire Streams." 

Table of Effective Fire Streams. 

Using Smooth Nozzle and loo Feet of 2 1-2 Inch Ordinary Best Quality Rubber^Lined Hose 
Between Nozzle and Hydrant, or Pump. 

Nozzle Size 





%-inch. 








%-inch 










l-inch. 




32 


43 


54 


65 


75 


86 


34 


46 


57 


69 


80 


91 


37 


50 


62 


75 


87 


30 


40 


50 


60 


70 


80 


20 


40 


50 


60 


70 


80 


30 


40 


50 


60 


70 


2 


3 


4 


5 


5 


6 


4 


6 


7 


9 


10 


11 


7 


10 


12 


15 


17 


48 


60 


67 


72 


76 


79 


49 


62 


71 


77 


81 


85 


51 


64 


73 


79 


85 


37 


44 


50 


54 


58 


62 


42 


49 


55 


61 


66 


70 


47 


55 


61 


67 


72 


90 


104 


116 


127 


137 


147 


123 


142 


159 


174 


188 


201 


161 


186 


208 


228 


246 



Pressure at Hydrant, lbs. . 
Pressure at Nozzle, lbs. .. 
Pressure lost in 100 It. 25^ 

Hose, lbs 

Vertical Heig^ht, ft 

Horizontal Distance, ft 

Gals. Discbargred per mini: 



Nozzle Size 



Pressure at Hydrant, lbs 

Pressure at Nozzle, lbs 

Pressure lost in 100 ft. V/2. in. 

Hose, lbs 

Vertical Heigrhtof Stream, ft 
Horizontal Dis. of Stream, ft 
Gals. Discharifed per minute 



iKs-inch. 



42 56 70 84 98 112 
30 40 50 60 70 



24 18 

83 88 
72, 77 
291 314 



IJi-inch. 



49 6^ 81 97 113 129 
30 40 50 60 70 



392 419 



IVg-inch. 



58 77 96 116 135 154 
30 40 50 60 70 80 



480 



514 



The heig-hts and distances g-iven for g-ood "effective fire 
streams " are v^^ith moderate wind. 

Maximum vertical heig^ht reached by the spray or drops in 
still air, is from 22 per cent, for the lower pressures, to 56 per 
cent, for the higher pressures, higher than the elevations g"iven 
in the table. Maximum horizontal distance reached by the spray 
or drops in still air, is about 120 per cent, for the lower pressures 
and 150 per cent, for the hig-her, further than the distance given 
in the table. 

When " unlined linen hose " is used, the friction or pressure 
loss is from 8 to 50 per cent., increasing- with the pressure. 
" Mill hose " is better than unlined linen hose for long- lengths, 
but the ordinary best quality, smooth, rubber-lined hose is 
superior to the " mill hose," having- less frictional resistance. 

The " ring nozzle " is inferior to the smooth nozzle and 
actually delivers less water than the smooth. For instance, a 
^-inch ring nozzle discharges the same quantit}^ of water as a 
^-incb smooth, and a 1-inch ring nozzle the same as a ^-inch 
smooth. 

Use double lines of hose and a Siamese nozzle for a long 
distance and a hot tire. A double line a thousand feet long de- 
livers a iT^-inch stream with the same force as a single line 287 
feet long. Small streams are all right for small fires, but for 
large, hot fires use a l>:(-inch or a 1 ^8-inch stream. Such a 
stream will always make a black mark wherever it hits, and the 
stream which hits and cools the burning coals is the " effective 
fire stream." Small streams are converted into steam before 
touching the coals. 



62 



First National Bank Building, Chicago, III. 



FINALE. 



The preceding- pages can g-ive only a g-eneral idea of a few 
phases in the design and construction of public works. 

Each problem must have separate consideration and a 
solution of its own if the best results are desired. 

Skilled investigation and careful study into local 
conditions and resources will lead to intellig*ent planning 
of improvements and in the end will give the best results — 
that is, the greatest return on the investment. 

The. value of carefully matured and thoughtfully made 
plans, and skillfull}^ constructed work, are not always understood 
or appreciated in the beginning. 

Experience, however, is a dear teacher and the value of 
such design and construction is fully understood in the end. 



63 



SEP 1 lb£>v 



